CN112942126A - Method capable of reducing stress of auxiliary pier of double-tower combined beam cable-stayed bridge - Google Patents
Method capable of reducing stress of auxiliary pier of double-tower combined beam cable-stayed bridge Download PDFInfo
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- CN112942126A CN112942126A CN202110268496.0A CN202110268496A CN112942126A CN 112942126 A CN112942126 A CN 112942126A CN 202110268496 A CN202110268496 A CN 202110268496A CN 112942126 A CN112942126 A CN 112942126A
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- bridge deck
- bridge
- auxiliary pier
- stress
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
Abstract
The invention discloses a design method for solving the problem of overlarge tensile stress of a deck plate at the auxiliary pier top of a double-tower steel-concrete composite beam cable-stayed bridge. The bridge deck slab is simple in structure, low in manufacturing cost and convenient and fast to install, the number of prestressed steel bundles is reduced, the service life of the bridge deck slab is obviously prolonged, and only the UHPC plate is arranged at the folding position of the auxiliary pier top and the midspan, so that the cost is low, and the bridge deck slab has good economic practicability and popularization prospect.
Description
Technical Field
The invention relates to the field of bridge structure design, in particular to a method capable of reducing stress of an auxiliary pier of a double-tower combined beam cable-stayed bridge.
Background
Under the action of self weight of a midspan or live load of an automobile, the side span of the large-span double-tower steel-concrete composite beam cable-stayed bridge is easy to generate vertical and upward deflection, so that a support at a transition pier or an auxiliary pier generates pulling force, and a structural system is changed. To avoid this disadvantage, the side span weight is typically increased by providing a weight at the side span transition pier or the auxiliary pier. Although the stress state of the support is changed by arranging the weight, the negative bending moment of the main beam at the auxiliary pier is increased, so that the concrete bridge deck is subjected to tensile stress and even cracks.
The existing design method usually adopts a mode of laying prestressed reinforcements in the bridge deck slab, namely, the prestressed reinforcements are added into the bridge deck slab to eliminate tensile stress, so that the pressed state of the bridge deck slab is ensured. When the method is adopted for design, because the steel beam and the concrete bridge deck slab are combined sections, most of the pre-stress generated by the pre-stressed steel bars acts on the steel beam, and the effect of eliminating the tensile stress of the bridge deck slab is not obvious, so that the number of the pre-stressed steel bars can only be increased continuously in the design, and the steel beam bears larger compressive stress instead, so that the steel beam becomes a weak point in the structural design.
Disclosure of Invention
The invention aims to solve the technical problem of providing a method for solving the problem of overlarge tensile stress of a bridge deck at the auxiliary pier top of a double-tower combined beam cable-stayed bridge aiming at the defects of the design.
The technical scheme of the invention is as follows: the utility model provides a can reduce two tower combination beam cable-stay bridge auxiliary pier stress method which characterized in that: the method is characterized in that the prestress of the bridge deck is reduced by increasing the strength of the auxiliary pier top bridge deck of the double-tower combined beam cable-stayed bridge, and further, the compressive stress applied to the auxiliary pier is reduced.
The method for reducing the stress of the auxiliary pier of the double-tower combined beam cable-stayed bridge is characterized in that the top bridge panel of the auxiliary pier is a UHPC bridge panel.
The design and calculation method of the bridge deck structure at the auxiliary pier top comprises the following steps:
a. determining the bending moment M and the axial force N of the bridge deck at the top of the auxiliary pier;
b. and calculating the tensile stress of the bridge deck plate according to a formula and the bending moment M and the axial force N of the bridge deck plate:
c. and calculating and selecting the number of prestressed steel bundles of the bridge deck and the grade and the arrangement range of the ultrahigh-strength concrete for manufacturing the UHPC bridge deck according to the calculated tensile stress of the bridge deck.
The formula for calculating the tensile stress of the bridge deck slab in the step b is as follows:
(1)
(2)
(3)
(4)
sigma in formulas 1, 2, 3 and 4 is the tensile stress of the bridge deck; a. thesThe area of the section of the steel beam; a. thecIs the cross-sectional area of the bridge deck; alpha is alphaEIs the elastic modulus E of the steel beamsAnd modulus of elasticity E of concretecThe ratio of (A) to (B); i issMoment of inertia of the steel beam; i iscIs a bridgeMoment of inertia of the panel; dcThe distance from the centroid of the steel beam to the centroid of the bridge deck; and y is the distance between the converted neutral axis of the section and the top surface of the bridge deck.
The method for reducing the stress of the auxiliary pier of the double-tower combined beam cable-stayed bridge is characterized in that the tensile stress range of the bridge deck is 0-5.9 MPa.
Compared with the existing design method, the UHPC bridge deck slab is adopted to replace the traditional concrete bridge deck slab, the tensile stress of the bridge deck slab at the pier top of the auxiliary pier is allowed to occur, the large compressive stress of the steel beam at the pier top is reduced by arranging a small amount of prestressed steel bars, the durability of the steel girder is improved, and the potential safety hazard of the structure is avoided. Meanwhile, only the UHPC bridge deck is arranged in the range of the pier top of the auxiliary pier, so that the bridge is more economical and reasonable than a full bridge using the UHPC deck, and has good economic practicability and popularization prospect.
Drawings
FIG. 1 is a main beam of the present invention
Fig. 2 is an elevational view of the deck of the present invention.
Fig. 3 is a cross-sectional view a-a of fig. 2 of the present invention.
Wherein, in the figure (unit: cm), the 1-UHPC bridge deck; 2-ordinary bridge deck; 3-auxiliary pier; 4-prestressed steel strands.
Detailed Description
The invention is described in further detail below with reference to the figures and the specific embodiments.
A double-tower combined beam cable-stayed bridge is constructed in a certain place, the span is 215+480+215m, and the cross section is shown in figure 3.
According to the total calculation result of the bridge structure, determining the bending moment M of the bridge deck at the top of the auxiliary pier to be 1.5 multiplied by 105kN.m, axial force N6.35X 104kN。
According to the bending moment M and the axial force N of the bridge deck slab, and then according to a formula:
the tensile stress of the bridge deck plate is calculated to be-4.6 MPa.
And (4) laying 18 bundles of 15-7 type prestressed steel bundles according to the calculation result.
The tensile stress of the bridge deck slab is calculated again after considering the action of the prestressed reinforcement and is-3.2 MPa.
According to the calculation result, the UHPC bridge panel is determined to adopt the mark number of UC120, and the layout range is full in the transverse bridge direction and 9m in the longitudinal bridge direction, as shown in FIG. 1 and FIG. 2.
The UHPC bridge deck is adopted at the pier top of the auxiliary pier, so that the number of prestressed steel bundles of the bridge deck plate can be effectively reduced, the compressive stress at the steel girder is reduced, and the durability of a steel structure is improved. In the specific example, the design and calculation comparison of UHPC bridge deck boards and ordinary concrete bridge deck boards was used.
| Contrast item | Common concrete bridge deck | UHCP bridge deck |
| Number of steel bundles (bundle) | 52 | 18 |
| Steel girder stress (Mpa) | 212 | 182 |
Claims (5)
1. The utility model provides a can reduce two tower combination beam cable-stay bridge auxiliary pier stress method which characterized in that: the method is characterized in that the prestress of the bridge deck is reduced by increasing the strength of the auxiliary pier top bridge deck of the double-tower combined beam cable-stayed bridge, and further, the compressive stress applied to the auxiliary pier is reduced.
2. The method for reducing the stress of the auxiliary pier of the cable-stayed bridge with the double-tower combined beam according to claim 1, wherein the method comprises the following steps: the auxiliary pier top bridge deck is a UHPC bridge deck.
3. The method for reducing the stress of the auxiliary pier of the cable-stayed bridge with the double-tower combined beam according to claim 2, wherein the method comprises the following steps: the design and calculation method of the bridge deck structure at the auxiliary pier top comprises the following steps
a. Determining the bending moment M and the axial force N of the bridge deck at the top of the auxiliary pier;
b. and calculating the tensile stress of the bridge deck plate according to a formula and the bending moment M and the axial force N of the bridge deck plate:
c. and calculating and selecting the number of prestressed steel bundles of the bridge deck and the grade and the arrangement range of the ultrahigh-strength concrete for manufacturing the UHPC bridge deck according to the calculated tensile stress of the bridge deck.
4. The method for reducing the stress of the auxiliary pier of the cable-stayed bridge with the double-tower combined beam according to claim 3, wherein the method comprises the following steps: the formula for calculating the tensile stress of the bridge deck slab in the step b is as follows:
(1)
(2)
(3)
(4)
sigma in formulas 1, 2, 3 and 4 is the tensile stress of the bridge deck; a. thesThe area of the section of the steel beam; a. thecIs the cross-sectional area of the bridge deck; alpha is alphaEIs the elastic modulus E of the steel beamsAnd modulus of elasticity E of concretecThe ratio of (A) to (B); i issMoment of inertia of the steel beam; i iscMoment of inertia for the decking; dcThe distance from the centroid of the steel beam to the centroid of the bridge deck; and y is the distance between the converted neutral axis of the section and the top surface of the bridge deck.
5. The method for reducing the stress of the auxiliary pier of the cable-stayed bridge with the double-tower combined beam according to the claim 3 or 4, wherein the stress of the auxiliary pier is reduced by the following steps: the range of the tensile stress of the bridge deck slab is 0-5.9 MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110268496.0A CN112942126A (en) | 2021-03-11 | 2021-03-11 | Method capable of reducing stress of auxiliary pier of double-tower combined beam cable-stayed bridge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110268496.0A CN112942126A (en) | 2021-03-11 | 2021-03-11 | Method capable of reducing stress of auxiliary pier of double-tower combined beam cable-stayed bridge |
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| CN112942126A true CN112942126A (en) | 2021-06-11 |
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| CN202110268496.0A Pending CN112942126A (en) | 2021-03-11 | 2021-03-11 | Method capable of reducing stress of auxiliary pier of double-tower combined beam cable-stayed bridge |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116341073A (en) * | 2023-03-25 | 2023-06-27 | 中交第二公路勘察设计研究院有限公司 | Pre-compression stress application design method for main span middle bridge deck of steel-UHPC combined beam cable-stayed bridge and implementation method thereof |
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2021
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| CN106567320A (en) * | 2016-07-08 | 2017-04-19 | 中铁二院工程集团有限责任公司 | Local gravity rigidity and assisting stay cable structural system of long-span cable-stayed bridge |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116341073A (en) * | 2023-03-25 | 2023-06-27 | 中交第二公路勘察设计研究院有限公司 | Pre-compression stress application design method for main span middle bridge deck of steel-UHPC combined beam cable-stayed bridge and implementation method thereof |
| CN116341073B (en) * | 2023-03-25 | 2024-04-02 | 中交第二公路勘察设计研究院有限公司 | Pre-compression stress application design method for main span middle bridge deck of steel-UHPC combined beam cable-stayed bridge and implementation method thereof |
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Application publication date: 20210611 |
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